3 DISEÑO DE LOSAS MACIZAS POR ACI

DATOS GENERALES

f'c = recubrimiento =

Ec = ɣ.conc. =

fy = h losa =

Es =

CARGAS

Peso propio = s/c =

acabados =

tabiqueria =

Cm = Cv =

Wu.cm = Wu.cv =

Wu.cm = Wu.cv =

Wu = +

Wu =

PAÑO 1: CASO: 4

B

m =

coeficientes para momentos negativos coeficientes para momentos negativos: por carga muerta

coeficientes para momentos negativos: por carga viva

momentos negativos momentos positivos

MA(-) = MA(+) =

MB(-) = MB(+) =

1.4*Cm 1.7*Cv

1119.33 kg/m

1185.90 kg-m

349.71 kg-m

0.600 0.067

0.556 0.071

0.550 0.072

m CA

0.092

0.092

0.600 0.007

0.556 0.056 0.0050.008

0.008

m

0.550

CA CB

0.089 0.011

782.05 kg-m

2400 kg/m3

0.15m

302.94 kg-m

556.66 kg/m

200.00 kg/m

200.00 kg/m

779.33 kg/m 340.00 kg/m

1.4*Cm 1.7*Cv

0.009

0.007

0.007

0.005

CB

CB

0.600 0.053

DISEÑO DE LOSAS MACIZAS POR EL METODO DE LOS

COEFICIENTES DEL A.C.I.

210 kg/cm2 2.50 cm

217371 kg/cm2

DISEÑO DE LOSA MACIZA ARMADA EN 2 DIRECCIONES DEL SEMISOTANO

A3.400m

360.00 kg/m

100.00 kg/m

96.66 kg/m

4200 kg/cm2

2100000 kg/cm2

CA

0.550 0.056

6.117m

0.555828

m

0.556

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖

𝑀+ = 𝑊𝑢𝑚 ∗ 𝐿𝑛2 ∗ 𝐶𝑚 +𝑊𝑢𝑣 ∗ 𝐿𝑛2 ∗ 𝐶𝑣

PAÑO 2: CASO: 6

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 3: CASO: 5

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

1207.78 kg-m 610.90 kg-m

0.00 kg-m 243.83 kg-m

0.571 0.061 0.006

0.550 0.063 0.005

m CA CB

0.600 0.059 0.007

0.550 0.089 0.000 0.550 0.038 0.002

0.571 0.089 0.000 0.571 0.038 0.002

CB

0.600 0.088 0.000 0.600 0.037 0.003

6.117m

m CA CB m CA

1014.49 kg-m 614.62 kg-m

0.00 kg-m 271.88 kg-m

0.570541

A3.490m

0.667 0.063 0.011

0.650 0.064 0.010

m CA CB

0.700 0.060 0.013

0.650 0.093 0.000 0.650 0.054 0.007

0.667 0.092 0.000 0.667 0.053 0.008

m CA CB

0.700 0.091 0.000 0.700 0.051 0.009

4.700m

m CA CB

0.666596

A3.133m

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


PAÑO 4: CASO: 9

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 5: CASO: 6

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

0.78256

A4.200m

5.367m

m CA CB m CA CB

0.800 0.075 0.017 0.800 0.029 0.010

0.783 0.076 0.016 0.783 0.030 0.009

0.750 0.078 0.014 0.750 0.031 0.007

m CA CB

0.800 0.042 0.017

0.783 0.043 0.016

0.750 0.046 0.013

1501.53 kg-m 668.53 kg-m

514.37 kg-m 503.13 kg-m

0.898635

A3.883m

4.321m

m CA CB m CA CB

0.900 0.079 0.000 0.900 0.039 0.021

0.899 0.079 0.000 0.899 0.039 0.021

0.850 0.083 0.000 0.850 0.042 0.017

m CA CB

0.900 0.042 0.025

0.899 0.042 0.025

0.850 0.046 0.022

1335.12 kg-m 675.10 kg-m

0.00 kg-m 520.76 kg-m

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


PAÑO 6: CASO: 9

B

m =

losa en una direccion

se tomara los coeficientes para m=0.5




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 7: CASO: 4

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

0.487609

A2.617m

5.367m

m CA CB m CA CB

0.488 0.088 0.003 0.488 0.038 0.002

m CA CB

0.488 0.067 0.004

674.60 kg-m 358.83 kg-m

96.73 kg-m 128.97 kg-m

0.650829

A3.493m

5.367m

m CA CB m CA CB

0.700 0.081 0.019 0.700 0.046 0.011

0.651 0.085 0.015 0.651 0.050 0.009

0.650 0.085 0.015 0.650 0.050 0.009

m CA CB

0.700 0.057 0.014

0.651 0.062 0.011

0.650 0.062 0.011

1159.94 kg-m 731.65 kg-m

485.77 kg-m 356.26 kg-m

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


PAÑO 8: CASO: 8

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

DIRECCIÓN X-X

FRANJA 5-6

D B' A

cuando el momento negativo a un lado del apoyo sea menor que le 80% del momento en el otro lado

la diferencia será distribuida en proporción a sus rigideces relativas, caso contrario se puede tomar el promedio

REDISTRIBUCION DE MOMENTOS

APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

0.683764

1.533mA

m CA CB m CA CB

0.700 0.068 0.036 0.700 0.040 0.011

0.024 0.650 0.044 0.009

DIAGRAMA DE MOMENTOS

m CA CB

0.700 0.054 0.014

0.684 0.056 0.013

2.242m

1014.49 kg-m

RD.Mtos

349.71 kg-m

302.94 kg-m 614.62 kg-m

0.650 0.059 0.011

184.00 kg-m 120.08 kg-m

180.63 kg-m 73.29 kg-m

0.684 0.070 0.032 0.684 0.041 0.010

0.650 0.074

349.707Kg.m 6.117m225.1654

1014.494Kg.m 3.133m

664.788Kg.m

0.163479 439.6223

0.319183574.872Kg.m

574.872Kg.m

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=

𝑀′1 =Δ𝑀 ∗ 𝐾𝑖

𝐾𝑖 + 𝐾𝑗=

𝑀′2 =Δ𝑀 ∗ 𝐾𝑗


MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =

se colocara solo acero minimo Ø @

FRANJA 5-4

D B'

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


574.87 kg-m

302.94 kg-m 614.62 kg-m

3/8''

3/8'' 30.00 cm

243.83 kg-m

12.31 cm

0.71 cm2

0.56 cm

1080.36 kg-m

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

2.38 cm2

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

𝑆 =𝐴𝑏 ∗ 100

𝐴𝑠. 𝑟𝑒𝑞

𝐴𝑠 =𝐴𝑏 ∗ 100

𝑆𝑎𝑚𝑖𝑛 =

𝐴𝑠 ∗ 𝑓𝑦

0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝑆 =𝐴𝑏 ∗ 100

𝐴𝑠. 𝑟𝑒𝑞𝐴𝑠 =

𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA 4-3

D B' A




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


514.374Kg.m 5.367m344.534

1335.116Kg.m 3.883m

820.742Kg.m

0.186324 476.2076

858.91 kg-m

503.13 kg-m 675.10 kg-m

3/8'' 0.71 cm2

RD.Mtos

514.37 kg-m

503.13 kg-m 675.10 kg-m

0.257533858.908Kg.m

858.908Kg.m

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

1335.12 kg-m

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA 3-2

D B' A




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

116.12 kg-m

128.97 kg-m 120.08 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

87.275Kg.m

0.186324 67.88442

0.652316116.116Kg.m

116.116Kg.m

96.73 kg-m

128.97 kg-m 120.08 kg-m

96.726Kg.m 5.367m19.39013

184.000Kg.m 1.533m

184.00 kg-m

RD.Mtos

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA 1-2

D B'

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

356.26 kg-m

485.77 kg-m

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

DIRECCION Y-Y

FRANJA D-B

6 5 4' 3' 2' 1




APOYO 3'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

APOYO 2'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA D-B

6 5 4' 3' 2' 1

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

610.90 kg-m 668.53 kg-m 358.83 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

-826.929Kg.m

0.238095 -509.477

0.3821171184.078Kg.m

1184.078Kg.m

0.382117 207.8758

0.286287952.060Kg.m

952.060Kg.m

731.65 kg-m

1501.530Kg.m 4.200m-317.453

674.601Kg.m 2.617m

1185.90 kg-m

782.05 kg-m

1207.78 kg-m

NRD Mtos 1207.78 kg-m NRD Mtos

1501.53 kg-m

610.90 kg-m

1501.53 kg-m RD.Mtos

674.60 kg-m

674.60 kg-m RD.Mtos

1159.94 kg-m

1196.84 kg-m 1354.66 kg-m 1184.08 kg-m 952.06 kg-m

782.05 kg-m

668.53 kg-m 358.83 kg-m 731.65 kg-m

674.601Kg.m 2.617m277.459

1159.936Kg.m 3.493m

485.335Kg.m

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


PARA Mu =

a =

As =

tomando Ø = =

S = entonces Ø @

PARA Mu =

a =

As =

tomando Ø = =

S = entonces Ø @

FRANJA B'-A

B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

271.88 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

1354.656Kg.m

0.71 cm

3.00 cm2

3/8'' 0.71 cm2

23.78 cm 3/8'' 22.50 cm

1196.842Kg.m

0.62 cm

2.64 cm2

3/8'' 0.71 cm2

27.01 cm 3/8'' 25.00 cm

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA B-A

B A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =

se colocara solo acero minimo Ø @3/8'' 30.00 cm

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

520.76 kg-m

3/8'' 0.71 cm2

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

CARGAS

Peso propio = s/c =

acabados =

tabiqueria =

Cm = Cv =

Wu.cm = Wu.cv =

Wu.cm = Wu.cv =

Wu = +

Wu =

PAÑO 1: CASO: 4

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 2: CASO: 6

B

m =


0.667 0.092 0.000 0.667 0.053 0.008

0.650 0.093 0.000 0.650 0.054 0.007

4.700m

m CA CB m CA CB

0.700 0.091 0.000 0.700 0.051 0.009

0.550 0.072 0.007

1360.90 kg-m 888.31 kg-m

401.31 kg-m 347.65 kg-m

0.666596

A3.133m

m CA CB

0.600 0.067 0.009

0.556 0.071 0.007

0.556 0.092 0.008 0.556 0.056 0.005

0.550 0.092 0.008 0.550 0.056 0.005

6.117m

m CA CB m CA CB

0.600 0.089 0.011 0.600 0.053 0.007

1.4*Cm 1.7*Cv

944.50 kg/m 340.00 kg/m

1.4*Cm 1.7*Cv

1284.50 kg/m

0.555828

A3.400m

DISEÑO DE LOSA MACIZA ARMADA EN 2 DIRECCIONES DEL 1ER NIVEL

360.00 kg/m 200.00 kg/m

100.00 kg/m

214.65 kg/m

674.65 kg/m 200.00 kg/m

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 3: CASO: 5

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 4: CASO: 9

B

m =


0.783 0.076 0.016 0.783 0.030 0.009

0.750 0.078 0.014 0.750 0.031 0.007

5.367m

m CA CB m CA CB

0.800 0.075 0.017 0.800 0.029 0.010

0.550 0.063 0.005

1386.01 kg-m 686.52 kg-m

0.00 kg-m 279.81 kg-m

0.78256

A4.200m

m CA CB

0.600 0.059 0.007

0.571 0.061 0.006

0.571 0.089 0.000 0.571 0.038 0.002

0.550 0.089 0.000 0.550 0.038 0.002

6.117m

m CA CB m CA CB

0.600 0.088 0.000 0.600 0.037 0.003

0.650 0.064 0.010

1164.20 kg-m 700.56 kg-m

0.00 kg-m 312.00 kg-m

0.570541

A3.490m

m CA CB

0.700 0.060 0.013

0.667 0.063 0.011

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 5: CASO: 6

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 6: CASO: 9

B

m =




0.488 0.088 0.003 0.488 0.038 0.002

5.367m

m CA CB m CA CB

0.850 0.046 0.022

1532.14 kg-m 772.43 kg-m

0.00 kg-m 597.61 kg-m

0.487609

A2.617m

m CA CB

0.900 0.042 0.025

0.899 0.042 0.025

0.899 0.079 0.000 0.899 0.039 0.021

0.850 0.083 0.000 0.850 0.042 0.017

4.321m

m CA CB m CA CB

0.900 0.079 0.000 0.900 0.039 0.021

0.750 0.046 0.013

1723.11 kg-m 755.06 kg-m

590.28 kg-m 577.37 kg-m

0.898635

A3.883m

m CA CB

0.800 0.042 0.017

0.783 0.043 0.016

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 7: CASO: 4

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 8: CASO: 8

B

m =


0.684 0.070 0.032 0.684 0.041 0.010

0.650 0.074 0.024 0.650 0.044 0.009

2.242m

m CA CB m CA CB

0.700 0.068 0.036 0.700 0.040 0.011

0.650 0.062 0.011

1331.10 kg-m 832.29 kg-m

557.45 kg-m 408.84 kg-m

0.683764

A 1.533m

m CA CB

0.700 0.057 0.014

0.651 0.062 0.011

0.651 0.085 0.015 0.651 0.050 0.009

0.650 0.085 0.015 0.650 0.050 0.009

5.367m

m CA CB m CA CB

0.700 0.081 0.019 0.700 0.046 0.011

774.15 kg-m 401.82 kg-m

111.00 kg-m 148.00 kg-m

0.650829

A3.493m

m CA CB

0.488 0.067 0.004

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

DIRECCIÓN X-X

FRANJA 5-6

D B' A




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

659.70 kg-m

347.65 kg-m 700.56 kg-m

762.889Kg.m

0.163479 504.4962

0.319183659.704Kg.m

659.704Kg.m

RD.Mtos

401.31 kg-m

347.65 kg-m 700.56 kg-m

401.312Kg.m 6.117m258.3924

1164.200Kg.m 3.133m

0.650 0.059 0.011

211.15 kg-m 136.11 kg-m

207.28 kg-m 84.10 kg-m


1164.20 kg-m

m CA CB

0.700 0.054 0.014

0.684 0.056 0.013

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA 5-4

D B'

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA 4-3

D B' A

590.28 kg-m

577.37 kg-m 772.43 kg-m

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

1532.14 kg-m

RD.Mtos

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

279.81 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA 3-2

D B' A

RD.Mtos

111.00 kg-m

148.00 kg-m 136.11 kg-m

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

211.15 kg-m

985.65 kg-m

577.37 kg-m 772.43 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

941.856Kg.m

0.186324 546.4804

0.257533985.655Kg.m

985.655Kg.m

590.279Kg.m 5.367m395.376

1532.135Kg.m 3.883m

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

133.25 kg-m

148.00 kg-m 136.11 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

100.153Kg.m

0.186324 77.90195

0.652316133.251Kg.m

133.251Kg.m

110.999Kg.m 5.367m22.25148

211.153Kg.m 1.533m

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA 1-2

D B'

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

408.84 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

557.45 kg-m

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

DIRECCION Y-Y

FRANJA D-B

6 5 4' 3' 2' 1




APOYO 3'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

APOYO 2'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA D-B

6 5 4' 3' 2' 1

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

1373.46 kg-m 1554.56 kg-m 1358.81 kg-m 1092.55 kg-m

888.31 kg-m 686.52 kg-m 755.06 kg-m 401.82 kg-m 832.29 kg-m

774.150Kg.m 2.617m318.4029

1331.105Kg.m 3.493m

556.954Kg.m

0.382117 238.5515

0.2862871092.553Kg.m

1092.553Kg.m

1723.107Kg.m 4.200m-364.298

774.150Kg.m 2.617m

-948.957Kg.m

0.238095 -584.659

0.3821171358.809Kg.m

1358.809Kg.m

1386.01 kg-m 1723.11 kg-m 774.15 kg-m 1331.10 kg-m


1360.90 kg-m NRD Mtos 1386.01 kg-m NRD Mtos 1723.11 kg-m RD.Mtos 774.15 kg-m RD.Mtos

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


PARA Mu =

a =

As =

tomando Ø = =

S = entonces Ø @

PARA Mu =

a =

As =

tomando Ø = =

S = entonces Ø @

FRANJA B'-A

B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

312.00 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

23.44 cm 3/8'' 22.50 cm

1554.559Kg.m

0.81 cm

3.45 cm2

3/8'' 0.71 cm2

20.63 cm 3/8'' 20.00 cm

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

1373.457Kg.m

0.72 cm

3.04 cm2

3/8'' 0.71 cm2

32.15 cm

3/8'' 30.00 cm

2.38 cm2

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA B-A

B A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

597.61 kg-m

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

CARGAS

Peso propio = s/c =

acabados =

tabiqueria =

Cm = Cv =

Wu.cm = Wu.cv =

Wu.cm = Wu.cv =

Wu = +

Wu =

PAÑO 1: CASO: 4

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 2: CASO: 6

B

m =


0.667 0.092 0.000 0.667 0.053 0.008

0.650 0.093 0.000 0.650 0.054 0.007

4.700m

m CA CB m CA CB

0.700 0.091 0.000 0.700 0.051 0.009

0.550 0.072 0.007

862.41 kg-m 554.65 kg-m

254.31 kg-m 220.31 kg-m

0.666596

A3.133m

m CA CB

0.600 0.067 0.009

0.556 0.071 0.007

0.556 0.092 0.008 0.556 0.056 0.005

0.550 0.092 0.008 0.550 0.056 0.005

m CA CB

0.600 0.089 0.011 0.600 0.053 0.007

814.00 kg/m

0.555828

A3.400m

6.117m

m CA CB

0.00 kg/m

460.00 kg/m 100.00 kg/m

1.4*Cm 1.7*Cv

644.00 kg/m 170.00 kg/m

1.4*Cm 1.7*Cv

DISEÑO DE LOSA MACIZA ARMADA EN 2 DIRECCIONES DEL 5TO NIVEL

360.00 kg/m 100.00 kg/m

100.00 kg/m

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 3: CASO: 5

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 4: CASO: 9

B

m =


0.783 0.076 0.016 0.783 0.030 0.009

0.750 0.078 0.014 0.750 0.031 0.007

5.367m

m CA CB m CA CB

0.800 0.075 0.017 0.800 0.029 0.010

0.550 0.063 0.005

878.33 kg-m 421.90 kg-m

0.00 kg-m 177.32 kg-m

0.78256

A4.200m

m CA CB

0.600 0.059 0.007

0.571 0.061 0.006

0.571 0.089 0.000 0.571 0.038 0.002

0.550 0.089 0.000 0.550 0.038 0.002

6.117m

m CA CB m CA CB

0.600 0.088 0.000 0.600 0.037 0.003

0.650 0.064 0.010

737.76 kg-m 439.64 kg-m

0.00 kg-m 197.72 kg-m

0.570541

A3.490m

m CA CB

0.700 0.060 0.013

0.667 0.063 0.011

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 5: CASO: 6

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 6: CASO: 9

B

m =




0.488 0.088 0.003 0.488 0.038 0.002

5.367m

m CA CB m CA CB

0.850 0.046 0.022

970.93 kg-m 487.42 kg-m

0.00 kg-m 378.71 kg-m

0.487609

A2.617m

m CA CB

0.900 0.042 0.025

0.899 0.042 0.025

0.899 0.079 0.000 0.899 0.039 0.021

0.850 0.083 0.000 0.850 0.042 0.017

4.321m

m CA CB m CA CB

0.900 0.079 0.000 0.900 0.039 0.021

0.750 0.046 0.013

1091.95 kg-m 467.50 kg-m

374.06 kg-m 365.89 kg-m

0.898635

A3.883m

m CA CB

0.800 0.042 0.017

0.783 0.043 0.016

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 7: CASO: 4

B

m =




MA(-) = MA(+) =

MB(-) = MB(+) =

PAÑO 8: CASO: 8

B

m =


0.684 0.070 0.032 0.684 0.041 0.010

0.650 0.074 0.024 0.650 0.044 0.009

2.242m

m CA CB m CA CB

0.700 0.068 0.036 0.700 0.040 0.011

0.650 0.062 0.011

843.53 kg-m 520.78 kg-m

353.26 kg-m 259.08 kg-m

0.683764

A 1.533m

m CA CB

0.700 0.057 0.014

0.651 0.062 0.011

0.651 0.085 0.015 0.651 0.050 0.009

0.650 0.085 0.015 0.650 0.050 0.009

5.367m

m CA CB m CA CB

0.700 0.081 0.019 0.700 0.046 0.011

490.59 kg-m 245.61 kg-m

70.34 kg-m 93.79 kg-m

0.650829

A3.493m

m CA CB

0.488 0.067 0.004

𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖


𝑀− = 𝑊𝑢 ∗ 𝐿𝑛2 ∗ 𝐶𝑖




MA(-) = MA(+) =

MB(-) = MB(+) =

DIRECCIÓN X-X

FRANJA 5-6

D B' A




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

418.06 kg-m

220.31 kg-m 439.64 kg-m

483.449Kg.m

0.163479 319.7033

0.319183418.060Kg.m

418.060Kg.m

RD.Mtos

254.31 kg-m

220.31 kg-m 439.64 kg-m

254.315Kg.m 6.117m163.7454

737.763Kg.m 3.133m

0.650 0.059 0.011

133.81 kg-m 84.73 kg-m

131.36 kg-m 53.30 kg-m


737.76 kg-m

m CA CB

0.700 0.054 0.014

0.684 0.056 0.013

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA 5-4

D B'

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA 4-3

D B' A

374.06 kg-m

365.89 kg-m 487.42 kg-m

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

970.93 kg-m

RD.Mtos

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

177.32 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA 3-2

D B' A

RD.Mtos

70.34 kg-m

93.79 kg-m 84.73 kg-m

32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

133.81 kg-m

624.62 kg-m

365.89 kg-m 487.42 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

596.862Kg.m

0.186324 346.3091

0.257533624.617Kg.m

624.617Kg.m

374.064Kg.m 5.367m250.553

970.927Kg.m 3.883m

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)




APOYO B'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA 5-6

D B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


32.15 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

84.44 kg-m

93.79 kg-m 84.73 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

63.468Kg.m

0.186324 49.3671

0.65231684.442Kg.m

84.442Kg.m

70.341Kg.m 5.367m14.10094

133.809Kg.m 1.533m

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

FRANJA 1-2

D B'

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

259.08 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

353.26 kg-m

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

DIRECCION Y-Y

FRANJA D-B

6 5 4' 3' 2' 1




APOYO 3'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

APOYO 2'

Mi = Li =

Mj = Lj =

ΔM = Mj - Mi =

M1 = Mi + M'1 =

M2 = Mj - M'2 =

MOMENTOS FINALES

FRANJA D-B

6 5 4' 3' 2' 1

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

870.37 kg-m 985.14 kg-m 861.09 kg-m 692.36 kg-m


490.585Kg.m 2.617m201.7745

843.532Kg.m 3.493m

352.947Kg.m

0.382117 151.172

0.286287692.360Kg.m

692.360Kg.m

1091.947Kg.m 4.200m-230.859

490.585Kg.m 2.617m

-601.362Kg.m

0.238095 -370.503

0.382117861.088Kg.m

861.088Kg.m

878.33 kg-m 1091.95 kg-m 490.59 kg-m 843.53 kg-m


862.41 kg-m NRD Mtos 878.33 kg-m NRD Mtos 1091.95 kg-m RD.Mtos 490.59 kg-m RD.Mtos

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





𝑆 =𝐴𝑏 ∗ 100


𝐴𝑠 =𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝐾𝑖 =1

𝐿𝑖=

𝐾𝑗 =1

𝐿𝑗=





S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA B'-A

B' A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


FRANJA B-A

B A

DISEÑO POR FLEXION

d=h-rec-ɸ/2

Asmin =ƿmin*b*d

asumiendo Ø = =

d =

ƿmin = As.min =

S =

tomando Ø @

entonces As.min =

amin =

Mu.min =


2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

3/8'' 30.00 cm

3/8'' 30.00 cm

2.38 cm2

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

378.71 kg-m

197.72 kg-m

3/8'' 0.71 cm2

12.31 cm

0.0018 2.22 cm2

32.15 cm

0.56 cm

1080.36 kg-m

3/8'' 30.00 cm

32.15 cm

3/8'' 30.00 cm

2.38 cm2

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

𝑆 =𝐴𝑏 ∗ 100


𝐴𝑏 ∗ 100



0.85 ∗ 𝑓′𝑐 ∗ 𝑏

𝑀𝑢.𝑚𝑖𝑛 = 0.9 ∗ 𝐴𝑠 ∗ 𝑓𝑦 ∗ (𝑑 −𝑎

2)

3 DISEÑO DE LOSAS MACIZAS POR ACI

Documents

Transcript of 3 DISEÑO DE LOSAS MACIZAS POR ACI